byron shire central hospital structural design …

Taylor Thomson Whitting (NSW) Pty Ltd

BYRON SHIRE CENTRAL HOSPITAL

STRUCTURAL DESIGN REPORT – SCHEME DESIGN

for HEALTH INFRASTRUCTURE

31 JULY 2014

141233

Taylor Thomson Whitting (NSW) Pty Ltd Consulting Engineers ACN 113 578 377 48 Chandos Street St Leonards NSW 2065 PO Box 738 Crows Nest 1585 T 61 2 9439 7288 F 61 2 9439 3146 [email protected] www.ttw.com.au

This document is copyright and is the property of Taylor Thomson Whitting (NSW) Pty Ltd and must not be used without authorisation. © 2014 Taylor Thomson Whitting

Structural

SYDNEY

CANBERRA

MELBOURNE

QEC 22375

HEALTH INFRASTRUCTURE 141233 BYRON SHIRE CENTRAL HOSPITAL

Taylor Thomson Whitting (NSW) Pty Ltd © 2014 Taylor Thomson Whitting

TABLE OF CONTENTS

Section Page

1.0 EXECUTIVE SUMMARY ............................................................................................. 3

1.1 GENERAL CONDITIONS .......................................................................................... 3

1.2 GEOTECHNICAL CONDITIONS ............................................................................... 3

1.3 FOUNDATION SYSTEMS ......................................................................................... 3

1.4 STRUCTURAL SYSTEMS ........................................................................................ 3

2.0 EXISTING CONDITIONS ............................................................................................. 4

2.1 GENERAL COMMENTS............................................................................................ 4

2.2 GEOTECHNICAL CONDITIONS ............................................................................... 4

2.2.1 EXISTING GROUND CONDITIONS .................................................................... 5

2.2.2 GROUND WATER ................................................................................................. 5

3.0 DESIGN PARAMETERS ............................................................................................. 6

3.1 DESIGN LOADS ........................................................................................................ 6

3.1.1 PERMANENT ACTIONS - DEAD LOADS ........................................................... 6

3.1.2 IMPOSED ACTIONS - LIVE LOADS .................................................................... 7

3.1.3 WIND LOADS ........................................................................................................ 8

3.1.4 EARTHQUAKE LOADS ........................................................................................ 8

3.1.5 DESIGN STANDARDS ......................................................................................... 9

3.2 SERVICEABILITY ....................................................................................................10

3.2.1 DEFLECTION LIMITS ......................................................................................... 10

3.2.2 DURABILITY ........................................................................................................ 10

3.2.3 OCCUPANT PERCEPTION OF MOTION ......................................................... 11

3.2.4 FIRE RESISTANCE LEVELS ............................................................................. 11

3.3 ENVIRONMENTALLY SUSTAINABLE DESIGN ....................................................11

3.3.1 GENERAL ............................................................................................................ 11

3.3.2 CONCRETE ......................................................................................................... 12

3.3.3 STEEL .................................................................................................................. 12

4.0 FOUNDATION SYSTEM ............................................................................................ 13

4.1 PROPOSED FOUNDATIONS .................................................................................13

5.0 STRUCTURAL SYSTEMS ......................................................................................... 14

5.1 STRUCTURAL SCHEME ........................................................................................14

5.2 STRUCTURAL FLOOR SYSTEMS .........................................................................14

5.3 STRUCTURAL ROOF SYSTEM .............................................................................15

5.4 LATERAL STABILITY OF THE STRUCTURE ........................................................16

5.5 ROOF SYSTEM .......................................................................................................16

APPENDIX A: SCHEMATIC DESIGN DRAWINGS ............................................................... 17



1.0 EXECUTIVE SUMMARY

1.1 General Conditions

The proposed Byron Shire Central Hospital development consists of three buildings

connected by linkways. The site of the development is located on the southern side of

Ewingsdale Road, Byron Bay approximately 600 m east of the Pacific Highway.

1.2 Geotechnical Conditions

The geotechnical investigation by Geotech Investigations Pty Ltd encountered variable

depths of residual stiff to hard clays / silts overlying extremely weathered basalt and bands of

silty clay then weathered basalt. The depth of the bedrock is approximately 6 to 9 m.

1.3 Foundation systems

Foundations are proposed to be pad footings integrated where required. Based on the

geotechnical report, an allowable bearing capacity of 150 kPa has been adopted. This will

need to be confirmed during construction.

1.4 Structural systems

The northern building is proposed to be primarily a two level structure with suspended

concrete slab (post-tensioned banded slab) and lightweight steel roof system on load bearing

stud walls.

The southern buildings comprise a waffle pad slab on ground on ground with lightweight

steel framed roof on load bearing studs.

As discussed and agreed with Health Infrastructure, the general 40 mm integral topping is

not to be used for this hospital.

External canopy structures for drop offs were only agreed late in the schematic design stage

and are proposed to be steel framed structures tied back to the roof framing system to

provide stability.



2.0 EXISTING CONDITIONS

2.1 General Comments

The Byron Shire Central Hospital development consists of three buildings connected by

linkways. The site of the development is located on the southern side of Ewingsdale Road,

Byron Bay approximately 600 m east of the Pacific Highway. A recently constructed

ambulance station and associated car parking facility occupy the north-eastern portion of the

site along with a pond further east. The remainder of the site is vacant.

The current topography of the site is slightly sloping (less than 7 degrees) from the north-

western portion towards the eastern boundary.

Figure 1 : Existing Site Plan and Proposed Hospital

2.2 Geotechnical Conditions

A report on geotechnical investigation was issued by Geotech Investigations Pty Ltd in July

2014 which presented subsurface conditions for site preparation in addition to foundation and

pavement design parameters.

The site is underlain by soils from the Tertiary aged Lismore Basalt of the Lamington

Volcanics which typically comprises basalt, (agglomerate, bole).

Mental Health

Birthing Imaging

Emergency

Ambulatory care

IPU



2.2.1 Existing Ground Conditions

In summary, the subsurface conditions within the proposed building area can be described

as residual stiff to hard clays / silts and extremely weathered basalt, then weathered basalt.

The residual silty clay was stiff to hard and of high plasticity extending from surface level to

depths between 2.5 m and 4 m. In some boreholes, a sequence of stiff to very stiff clayey silt

was encountered underlying the silty clay material.

Underlying the silty clays and clayey silts, stiff to hard silty clays and clayey silts remoulding

extremely weathered basalt were encountered in some boreholes and extremely weathered

basalt in others.

These were followed by firm to stiff silty clay and clayey silt typically between 0.3 m and 1.2

m thick in some boreholes.

Underlying the residual soils and extremely weathered basalt, highly weathered to distinctly

weathered basalt of low strength were encountered at depths between 5.5 m and 9.1 m.

These were followed by moderately weathered to fresh basalt of medium to high strength to

termination depths between 6.3 m and 10.3 m.

2.2.2 Ground water

Groundwater levels were measured in a monitoring well at 3.2 m depth. It should be noted

that groundwater is affected by climatic conditions and soil permeability, and may vary.

However, it is not expected that groundwater will affect the design of the structure.



3.0 DESIGN PARAMETERS

In general all loads and load combinations shall comply with AS/NZS 1170 Parts 0 to 4

Structural Design Actions. Live load reductions can be applied as permitted by AS/NZS

1170.1. Generally the design loads are:

3.1 Design Loads

3.1.1 Permanent Actions - Dead Loads

Dead load shall be considered as the self-weight of the structure plus an allowance for

services, toppings, walls and ceilings which vary significantly throughout the site.

The additional dead loads should not be less than the following:

Table 1: - Permanent Actions Dead Loads

Description Services, ceilings, partitions etc.

Hospital Floors & Office areas 1.5 kPa

Plant and concrete roof areas 2.2 kPa1

1 Loading to be confirmed for allowance of topping slab if required

No façade or masonry wall loading is included in the above loads.

No allowance has been made for an integral topping agreed with Health Infrastructure.

It is assumed that all the façade and internal partitions will be of lightweight stud construction

and specific allowance will be made for masonry partitions if required. In particular, masonry

walls may be required around services risers and plant areas and in other areas as part of

the buildings‟ lateral bracing system if required.



3.1.2 Imposed Actions - Live Loads

Design floor live loadings are to generally satisfy the minimum provisions of AS 1170.1 and

in particular the following:

Table 2: - Imposed Actions Live Loads

Description Uniformly Distributed Actions Concentrated Actions

General Hospital Floors 3.0 kPa 2.7 kN

Theatres / X-ray Rooms 3.0 kPa 4.5 kN

Stairs & Corridors 4.0 kPa 4.5 kN

Office Areas 3.0 kPa 2.7 kN

Plant and Utility Areas Plant loads or 5.0 kPa

(minimum) 4.5 kN

(minimum)

General Store Rooms 5 kPa (Max 2.1 m Storage Height) 7.0 kN

Compactus and Medical Records

7.5 kPa 4.5 kN

Sterile Stock Room 5kPa 7.0 kN

Structural Steel Roof (Non-trafficable)

0.25 kPa 1.4 kN

No live load reductions are to be applied to any floor system elements. Pattern loading will be

considered when determining worst case scenarios for strength and serviceability where

required by AS1170. Live load reductions can be considered for columns, walls and footing

design in accordance with AS1170.1.

It has been assumed that all roofs are non-trafficable in exception to the plant area located

on the suspended concrete slab between the imaging and birthing wings. Loads in plant

areas are to be confirmed by services engineers once detailed layouts are confirmed.



3.1.3 Wind Loads

Wind loads are to be in accordance with AS1170.2 and based on the following parameters:

Table 3: Wind Load Design Parameters

Region: B

Importance Level (BCA Table B1.2a): 31

Annual probability of exceedance: (BCA Table B1.2b) 1:1000 (ultimate)

(AS1170.0 T3.3) 1:25 (serviceability)

Regional Wind Speed: (Ultimate limit states)

(Serviceability limit states)

Terrain Category: Varies from 2 to 2.5

1. An importance level 3 has been nominated as outlined in the BCA for structures that are not essential

to post-disaster recovery or associated with hazardous facilities. It is to be confirmed by Health Infrastructure that the new hospital conforms to this description.

3.1.4 Earthquake Loads

Earthquake loadings shall be in accordance with AS1170.4 – 2007 (Earthquake actions in

Australia) and AS/NZS1170.0 – 2002.

Table 4: Earthquake Design Parameters

Hazard Factor (Z): 0.05

Site Sub-Soil Class: Ce (Shallow soil site)

Importance Level (BCA Table B1.2a): 32

Annual probability of exceedance (BCA Table B1.2b): 1:1000

Earthquake Design Category: II

Probability Factor (kp) 1.3

2. An importance level 3 has been nominated as outlined in the BCA for structures that are not essential

to post-disaster recovery or associated with hazardous facilities. It is to be confirmed by Health Infrastructure that the new hospital conforms to this description.



3.1.5 Design Standards

The structural design will be in accordance with the latest revision of all relevant Australian

Design Standards, Codes and other statutory requirements. As a minimum requirement, the

design shall be based on, but not limited to;

Table 5: Relevant Australian Standards

NUMBER EDITION TITLE

AS/NZS 1170.0 2002 Structural design actions Part 0: General Principles

AS/NZS 1170.1 2002 Structural design actions Part 1: Permanent, imposed and other actions

AS/NZS 1170.2 2002 Structural design actions Part 2: Wind actions

AS 1170.4 2007 Structural design actions Part 4: Earthquake loads

AS 2670.1 2001 Evaluation of human exposure to whole-body vibration

AS 3600 2009 Concrete Structures

AS 3700 2001 Masonry Structures

AS 4100 1998 Steel Structures



3.2 SERVICEABILITY

3.2.1 Deflection Limits

Deflection limits for the concrete and steel structures are generally as follows:

Table 6: Deflection Limits

Description Maximum Floor Deflection Limit

Dead Incremental Live DL + LL

Floors supporting

masonry walls

Span/360 Span/1000 1. Span/500 Span/300 (25mm max.)

Compactus areas

N/A Span/750 2. N/A 25mm max.

Other floor areas

Span/360 (20mm max.)

N/A Span/500 Span/300 (25mm max.)

Roofs Span/360 Span/360 Span/500 Span/300

Horizontal drift N/A Span/150 N/A N/A

1. Areas supporting normal weight masonry partitions.

2. Incremental deflection after compactus installed

3.2.2 Durability

For concrete elements this will be achieved by specifying all elements in accordance with

section 4 of AS 3600 which sets out requirements for plain, reinforced and post tensioned

concrete structures and members with a design life of 40 to 60 years. Exposure

classifications are as follows.

Table 7: - Exposure Classification

EXPOSURE CLASSIFICATION ELEMENTS

A2 Internal

B1 In Ground & External

Protective coatings to structural steel elements shall comply with AS/NZS 2312 and ISO

2063 for the long-term protection category.



3.2.3 Occupant Perception of Motion

The vibration criteria being adopted is similar to that being used in the design of major NSW

public hospitals. The general design requirement for suspended slabs is RF2. This is a

British Standards term that relates to a multiplying factor of 2 on the vibration base curve in

AS 2670.2-1990 and ISO 10137-2007.

The limits to be set on the vibration analysis and slab design are in accordance with

Australian Standards and the International Standards Organisation where applicable. The

design criteria are also informed by the report “Floor Vibration due to Human Activity” by

Thomas Murray, David Allen and Eric Ungar.

In general, the Byron Shire Central Hospital all floors are to be designed to the following

response factor RF2 (200 µm/s amplitude).

Stricter vibration limits required for areas in the imaging facility but since these are supported

on a slab on ground, it is anticipated that this will not be an issue. Should imaging equipment

be roof mounted, we recommend separate steel frames from the roof structure to minimise

the impact of wind induced deflections.

3.2.4 Fire Resistance Levels

The BCA type of construction required for this building will be type B. Fire Resistance Levels

(FRL) for the structural elements will need to be in accordance with Specification C1.1 of the

BCA. Typically the FRL (minutes) for concrete structural elements is 120/120/120.

The roof is not proposed to be fire rated. This is to be confirmed by the BCA consultant and

Health Infrastructure.

At this stage, TTW is not aware of any areas which require an FRL in excess of 120/120/120.

Particular attention will be required for the design of fire walls and the interaction with the

proposed lightweight steel framed system.

3.3 Environmentally Sustainable Design

3.3.1 General

The following sections outline how TTW can contribute to the Green Star rating and also lists

any constraints that may arise when attempting to achieve the targeted points.

Two specific categories are presented, those being:

Concrete (Mat-4)

Steel (Mat-5)



3.3.2 Concrete

The aim of the GBCA Mat-4 Concrete Credit is to help reduce greenhouse gas emissions

and resource use associated with the use of concrete. One target point can be achieved by

reducing the Portland cement content by at least 30% by mass when measured against a

reference case. If a post tensioning option is adopted for suspended slabs, there will be

restrictions on how much Portland cement can be replaced with industrial by products and

still achieve the required early age strength requirements. This is particularly relevant for

slabs cast in the colder months.

In addition to the above initiatives, one of the best ways to minimise resource use is to

provide an efficient structural design. For concrete structures this is best achieved through

the use of post tensioning as structural depths and concrete volumes can be reduced by 10 -

25% when compared to a reinforced structure. This would result in even less Portland

cement and less materials overall being. Unfortunately it is not currently acknowledged by

the GBCA Green Star credit rating.

3.3.3 Steel

The aim of the GBCA Mat-5 Steel Credit is to encourage environmentally responsible

production, design and fabrication methods that result in efficient use of steel as a building

material. One point is available for structures where structural steel comprises 60% of the

total steel tonnage. It is expected that this credit could be achieved considering that a large

percentage of the steel used will be structural. Note that post tensioning tendons are not

included in these calculations.

Depending on the comparable tonnages for the steel elements mentioned; for a combined

tonnage credit:

At least 95% of the roof sheeting, wall sheeting must be 550MPa grade

At least 95% of the purlins, girts and light-steel framing must be 450MPa grade

At least 25% of Hot-rolled structural steel (including plate) must be 350MPa grade

At least 25% of Cold-formed sections (including hollow sections) must be 450MPa

grade

At least 25% of welded sections must be 400MPa grade

Supplied reinforcement has a strength grade of at least 500MPa, and 60% of the

reinforcement is produced using energy reducing processes in its manufacture.

All structural steel is to be permanently marked with their nominated strength grade

Depending on the final quantities of steel used it is possible that 1 point would be available

for this GBCA credit if it were to be used.

Note: A “responsible steelmaker” must be considered as a source of steel for the purpose of

Greenstar credits.



4.0 FOUNDATION SYSTEM

The geotechnical investigation carried out by Geotech Investigations Pty Ltd considered

shallow foundations in the form of strip and pad footings would be typically achievable and

provided preliminary parameters for design of piles if required where the loads or settlements

are too high.

In order to provide a suitable base for the placement of „controlled‟ fill and to provide suitable

support for the buildings and pavements, any existing topsoil containing organics will need to

be removed and replaced with compacted suitable material.

4.1 Proposed Foundations

It is proposed that two foundation systems be adopted, those being:

- A waffle slab of approximately 400 mm depth where a single story steel roof is

present

- Pad footings to support concrete column loads integrated in a waffle slab where

suspended concrete slabs are present. Pad footings will vary in plan size dependent

on column loads

Typically, the schematic design drawings have adopted an allowable bearing capacity of 150

kPa based on the geotechnical report.

All footings, edge beams and internal beams are to be founded in uniform material to limit the

potential for differential settlements that are likely to damage the structures, i.e. not partially

in fill and partly in residual soils or weathered rock. This may require the use of deepened

footings to transfer loads where the „very stiff‟ or better residual soils are not exposed in the

footings.



5.0 STRUCTURAL SYSTEMS

5.1 Structural Scheme

The structure of the Byron Shire Central Hospital has a basic structural form with concrete

columns located on an approximate 7.8 m x 8.2 m grid (varies across buildings). There are

no transfers in the concrete structure. For the steel structure, if a load-bearing cold-formed

steel truss system is adopted, then trusses will be required at a smaller spacing of the order

of 1200 mm.

5.2 Structural Floor Systems

For the selected grid, there are multiple options available for the construction of the floor

system. A banded slab is traditionally the most cost effective option for these spans. The cost

saving is primarily achieved by reduced formwork costs and the improvement in onsite trade

coordination.

A maximum of 50 mm set downs have been allowed for in the preliminary dimensioning of

the floor system. As part of the Schematic Design Phase, TTW have investigated two floor

options, those being:

Option 1 – Post Tensioned Concrete Banded Slab

Post-tensioned banded slab consisting of 2400mm wide band beams was considered. This

requires a band beam thickness of 400 mm and a slab thickness of 220mm.

This system is considered to be the most efficient solution based upon cost, speed of

construction and overall weight of materials used.

A post-tensioned system does result in some limitations with regards to future services

penetrations, as the stressed tendons within the slab cannot be compromised without

detriment to the capacity of the slab. As such it is recommended that the tendon layouts for

the slab are marked on to the formwork and then permanently to the underside of the slab in

order to locate tendons in the future. Future penetrations up to 1m x 1m (TBC) can usually

be accommodated between tendons without additional strengthening. Additionally, post

tensioning systems allow tighter deflection limits.

Option 2 – Reinforced Concrete Banded Slab

This option requires thicker floors and bands and a higher rate of reinforcement to control

deflection and achieve crack control for the size of the structural grid under consideration.

Historically health projects in NSW have generally adopted a reinforced slab system as it is

considered to be more flexible for the installation of future penetrations. Whilst this is correct

to some extent there are still limitations on where penetrations can be installed. Post

tensioned slab systems are now being used in health projects more regularly due to the

reduced slab depths, speed of construction and lower costs.



Preferred Option

Taking the above into consideration, a post tensioned banded slab design (Option 1) was

adopted as the most appropriate slab system for the proposed column grid.

5.3 Structural Roof System

Two roof framing options were investigated as part of the schematic design, those being:

Option 1 – Steel Frame Option

This option consists of steel beams typically 310 UB beams spanning continuously on the

grids with 89 SHS columns placed inside internal walls and 150 RHS‟s in external walls.

Typically a 250 PFC with an intermediate column running around the perimeter of the

building is required to provide structural support for the facade. To ensure stability, this

option requires wall bracing in selected areas in addition to roof bracing. It is possible with

this system to keep the bracing outside walls incorporating medical services in order to allow

for the ease of installation and access for maintenance and upgrades.

This option requires a relatively small structural depth and provides flexibility for the

installation and access to services installed in the roof throughout the design life of the

structure.

Option 2 – Load-bearing Cold Formed Steel Truss Option

This option consists of closely spaced load-bearing steel trusses spanning across the width

of the building and supported on internal columns or load bearing walls. Note that only

indicative drawings have been provided in Appendix A but the final design, layout and

location of the bracing walls, load bearing walls and trusses is to be provided by truss design

contractor.

Although more cost effective than Option 1, this option makes the installation and

coordination of the services a more difficult task.

Additional steel framing will be required in the canopy areas due to the irregularities in the

shape and possibly at the intersection of roofs sloping in different directions. The details and

extent of this is to be coordinated with the truss design contractor at later stages of the

design.

Preferred Option

TTW has been advised by Health Infrastructure that the load-bearing truss option (Option 2)

is to be adopted. In this case, the drawings reflect this scheme.



5.4 Lateral Stability of the Structure

Overall, lateral stability of the steel structures in IPU building will be provided by the

reinforced block wall lift core as well as the services riser and a series of bracing walls. The

stability of the Birthing and Imaging wards will be ensured by the suspended plant slab and

bracing walls. The remainder of the buildings which include the Emergency, Ambulatory care

and mental health buildings will be stabilised laterally via bracing frames. The nature of the

bracing walls has not been defined at this stage but is most likely to be lightweight braced

steel partitions designed by the truss design contractor.

The stability of the concrete structure in the IPU building will be provided by the combination

of the reinforced block wall lift core wall and frame action in the concrete structure elsewhere.

In regards to the imaging and birthing building, lateral stability will be achieved via frame

action in the concrete structure. Strip footing and pad footing that support the walls and

columns will transfer the lateral load via shear and side bearing into the soil.

5.5 Roof System

Given that the structural roof system will be composed of closely spaced trusses, the

structural system supporting the roof cladding and any insulation will be lightweight top hat

sections running perpendicular to the direction of the roof fall.

5.6 External Canopy Structures

The final extent and shape of the external canopy structures was only agreed late in the

schematic design process. During detailed design stage the roof framing to meet the

architectural intent will require development. Spans are currently proposed up to nearly 20m,

which will result in substantial beams – currently proposed of the order of 460 – 530mm

deep. These canopies will need to be tied into the roof bracing system to provide stability.

Prepared by: Authorised by: TAYLOR THOMSON WHITTING TAYLOR THOMSON WHITTING (NSW) PTY LTD (NSW) PTY LTD

ANTHONY JOSEPH ROB MACKELLAR Structural Engineer Director P:\2014\1412\141233\Reports\TTW\Structural\140731_ByronShireCentralHospitalSTRUCTURAL_DESIGN_REPORT.docx



Appendix A: Schematic Design Drawings

GENERAL NOTES1. These drawings are for structural purposes only and are to be read in

conjunction with the specification, architectural drawings, other contractdocumentation and the requirements of the relevant authorities.

2. Verify all setting out dimensions with the Architect.3. Do not obtain dimensions by scaling the structural elements.4. Should any ambiguity, error, omission, discrepancy, inconsistency or

other fault exist or seem to exist in the contract documents, immediatelynotify in writing to the Superintendent.

5. Maintain the structure in a stable condition during construction. Temporarybracing/shoring shall be provided by the contractor to keep the structureand excavations stable at all times, ensuring that no part of thedocumented structure becomes overstressed. For all temporary battersobtain geotechnical engineer's recommendations.

6. All workmanship and materials shall be in accordance with therequirements of current SAA codes and the bylaws, ordinances or otherrequirements of the relevant building authorities.

7. All proprietary items are to be installed and fixed in accordance with themanufacturers specifications and instructions.

8. All work is to be carried out in accordance with all Workcoverrequirements and occupational health and safety act regulations

9. Construction using these drawings shall not commence until aConstruction Certificate is issued by the Principal Certifying Authority.

Floor loads (kPa): S.D.L L.L.General 1.5 3.0Plant 2.2 5.0Storage 1.5 5.0Compactus 1.5 7.5

DESIGN LOADS:

Wind Loads : Vʀ = 60m/s Where R = 1000 yearsRegion = BTerrain Category = 2 to 2.5

Earthquake Loads: Design Category = IISite Sub-soil class = CeHazard Factor Z = 0.05Probability Factor kp = 1.3

Taylor Thomson Whitting (NSW) Pty Ltd operates under Safe Work Australia'sCode of Conduct for the Safe Design of Structures.These drawings shall be read in conjunction with the Taylor Thomson WhittingTransfer of Information Letter and Structural Risk and Solutions Register.Under the Code of Conduct it is the Client's responsibility to provide a copy ofthe Structural Risk and Solutions Register to the Principal Contractor.It is the Principal Contractor's responsibility to review the hazards and risksidentified during the design process to ensure a safe workplace ismaintained for the construction, maintenance and eventual demolition of thestructure.

SAFETY IN DESIGN

SLAB ON GROUND NOTES

Refer to Geotechnical Report No. GI 1375_A dated July 2014by Geotech Investigations Pty Ltd. for all subgrade and subbase/Basecourserequirements and unless directed otherwise the following requirements apply.1. Strip all topsoil from the construction area and remove from the site.2. Before placing fill, proof roll exposed subgrade with 6 passes

of a 10 tonne minimum roller to test subgrade and then removesoft spots (areas with more than 3mm movement under roller).Soft spots to be replaced with select fill as per table:

SIEVE APERTURE (mm) TO AS1152 PERCENTAGE PASSED (BY MASS)75.0 100 9.5 100 to 50

2.36 100 to 30 0.6 50 to 15 0.075 <25

Plasticity index to be > or = 2% and < or = 15%Non dispersive ( a rating of nil as defined by the "dispersion"test AS1289.3.8.1) Submit proposed select fill for Engineers approval.

3. Compact fill areas and subgrade under buildings and pavementsto minimum 98% standard maximum dry density in accordance withAS 1289 5.1.1. Compaction under buildings to extend 2m minimumbeyond building footprint.

4. All basecourse material to comply with the following table belowand compacted to minimum 98% modified standard dry density inaccordance with AS 1289 5.2.1.

SIEVE APERTURE (mm) TO AS1152 PERCENTAGE PASSED (BY MASS)26.5 10019.0 95 to 100

13.2 75 to 90 9.5 60 to 90 4.75 42 to 76

2.36 28 to 600.425 10 to 280.075 2 to 10

- Plasticity Index: Not greater than 10%- Liquid Limit: Not greater than 25%- California Bearing Ratio: Not less than 35%- Unsound rock: Not greater than 20%- Nondispersive (a rating of nil as defined by the

dispersion test AS1289.3.8.1)- Submit proposed basecourse for Engineers approval.

5. Place sand blinding to areas where Concrete underlays are required.

FOOTING NOTES

1. Foundations have been designed for:Allowable Bearing Pressure - 150 kPaReactivity Class M to H2 to AS 2870

2. Foundation material is to be inspected and approved by the geotechnicalengineer before casting footings.

3. Refer to geotechnical report No. No. GI 1375_A dated July 2014by Geotech Investigations Pty Ltd.

4. Locate all pipes, retaining walls and excavation outside a 1:2( vertical:horizontal ) zone of influence from the bottom edgeof the footing.

5. Where side shear is required to be developed, clean and roughen thesides of the excavation to the satisfaction of the geotechnical engineer.

6. Footings shall be located centrally under walls and columns unless notedotherwise.

7. Footings to be constructed and backfilled as soon as possible followingexcavation to avoid softening or drying out by exposure.

8. Contractor is to allow for cost of geotechnical inspections and anyrequired certification.

Place concrete of the following characteristic compressive strength f'c asdefined in AS 1379.

EXPOSURE CLASSIFICATION :

CONCRETE NOTES

CONCRETE

External - B1Internal - A2

Location

General

Columns

f'c MPa at28 days

SpecifiedSlump

NominalAgg. size

S32

S40

80

80

20

20

1. Use Type 'GP' cement, unless otherwise specified.2. All concrete shall be subject to project assessment and testing to

AS 1379.3. Consolidate by mechanical vibration.

Cure all concrete surfaces as directed in the Specification.4. For all falls in slab, drip grooves, reglets, chamfers etc. refer to

Architects drawings and specifications.5. Unless shown on the drawings, the location of all construction joints

shall be submitted to Engineer for review.6. No holes or chases shall be made in the slab without the approval

of the Engineer.7. Conduits and pipes are to be fixed to the underside of the top

reinforcement layer.8. Slurry used to lubricate concrete pump lines is not to be used in

any structural members.9. All slabs cast on ground require sand blinding with a Concrete

Underlay

10. Indicates slab or band thickness175

FORMWORK1. The design,certification,construction and performance of the

formwork, falsework and backpropping shall be the responsibility ofthe contractor. The proposed method of installation and removal offormwork is to be submitted to the Superintendent for comment priorto work being carried out.

REINFORCEMENT NOTES

1. Fix reinforcement as shown on drawings. The type and gradeis indicated by a symbol as shown below.On the drawings this is followed by a numeral which indicatesthe size in millimetres of the reinforcement.

N. Hot rolled ribbed bar grade D500NR. Plain round bar grade R250NSL. Square mesh grade 500LRL. Rectangular mesh grade 500L

2. Provide bar supports or spacers to give the following concretecover to all reinforcement unless otherwise noted on drawings.

Footings - __ top, __ bottom, __ sides.Slabs - __ top, __ bottom, __ sides.

__ when exposed to weather or ground.Beams - __ bottom, __ sides, __ top to tiesColumns - __ to ties and spirals.

- __ when exposed to weather or ground.Walls - __ generally

- __ when cast in forms but later exposed to weather or ground - __ when cast directly in contact with ground

3. Cover to reinforcement ends to be 50 mm u.n.o.4. Provide N12-450 support bars to top reinforcement as required.

Tension Lap U.N.O.5. Maintain cover to all pipes, conduits, reglets, drip grooves etc.6. All cogs to be standard cogs unless noted otherwise.7. Fabric end and side laps are to be placed strictly in accordance

with the manufacturers requirements to achieve a full tensile lap.Fabric shall be laid so that there is a maximum of 3 layers at any location.

FABRIC LAPS

8. Laps in reinforcement shall be made only where shown on the drawingsunless otherwise approved. Lap lengths as per table below.

25

COMPRESSION LAPS

960

800

640

1120

1280

1440

TENSION LAPS

N12

N16

N20

N24

N28

N32

N36

1500

480

700

950

1250

1150

800

570

1850

2250

2700

1500

1800

2100

ALL OTHER BARSTOP BARS IN BANDSAND BEAMS

BARSIZE

N16

N20

N24

N28

N32

N36

BAR SIZE

RETAINING WALL NOTES

1. Drainage shall be provided as shown on the drainage drawings.2. Backfilling shall be carried out after grout or concrete has

reached a minimum strength of 0.85 f'c. Backfilling shall beapproved granular material compacted in layers not exceeding200mm to 95% Standard compaction unless noted otherwise.

3. Provide waterproofing to back of walls as specified or noted.4. Where retaining walls rely on connecting structural elements

for stability, do not backfill against the wall unless itis adequately propped or the elements have been constructedand have sufficient strength to withstand the loads.

5. For all temporary batters obtain geotechnical engineersrecommendations.

1. Temporary bracing shall be provided by the contractor to keep themasonry stable at all times.

2. Masonry to be in accordance with AS 37003. Masonry units shall comply with AS/NZS 4455 and as follows:

MASONRY NOTES

Type of masonry unit

Clay & Calcium silicate

Concrete (used innon-loadbearinginternal walls)

Characteristic unconfinedcompressive strength (f'uc)

Characteristic lateralmodulus of rupture (f'ut)

15 MPa

4.5 MPa (hollow units)3.0 MPa (solid or coredunits)

0.8 MPa

0.8 MPa

Concrete (used inunreinforced loadbearingwalls, reinforced masonryand non-loadbearingexternal walls)

15 MPa (hollow units)10 MPa (solid or coredunits)

0.8 MPa

9. All load bearing concrete masonry walls shall have all cores filledwith grout UNO. Core filling grout shall be thoroughly compacted.Grout to be in accordance with AS3700 and as follows:

4. Mortar shall consist of the following:M3 for general applications

1 part Type GP cement: 5 parts sand plus water thickenerM4 for elements in interior environments subject to saline

wetting and drying; below a damp-proof course or in contactwith ground in aggressive soils; in severe marine environments;in saline or contaminated water including tidal splash zones;and within 1km of an industry producing chemical pollutants.1 part Type GP cement: 4 parts sand plus water thickener

5. Provide vertical control joints in masonry over permanent floorjoints and as per the architectural drawings.

6. Masonry walls shown on the structural plans are load-bearing UNO.Non-loadbearing walls shall be separated from the concretestructure above with 20mm compressible filler. Masonry wallssupporting slabs shall have a layer of mortar troweled smoothon top. Provide M.E.T. slipjoint to separate floor slabs and masonry.Provide Hercules HERCUSLIP COMPOSITE to separate roof slabsand masonry.

7. Other than what is allowed in the specification no chasing orrebates may be made in masonry walls without written approval.

8. The contractor shall provide records that demonstrate all masonrybed joint reinforcement, masonry ties and masonry wall stiffenershave been installed in accordance with the drawings andspecification.

10.All core filled blockwalls shall be constructed with "Double U" blocks11.In core filled blockwalls cleanout openings shall be provided at

the bottom of each core and shall be cleaned of mortar protrusionsbefore grouting.

12.All core filled block walls shall have all cores filled withgrout UNO. Core filling grout to be in accordance with note 4.

13.Cover to reinforcement to be 50mm to face of block UNO.14.Provide bed joint reinforcement as follows

M.E.T. galvanized masonry reo where M3 mortar is used(supplied by DUNSTONE MAZE in NSW)Ancon CCL stainless steel where M4 mortar is used andlocated as follows- in 2 bed joints below and above head and sill flashings

to openings- in 2 bed joints below and above openings- in third bed joint above bottom of wall- in second bed joint below top of wall

Location f'cg MPa Specified Slump Max' Aggregate size

Grout 20 230 10mm

1. All design, materials and workmanship shall be in accordance withAS 4600 Cold Formed Steel Structures Code.

2. Unless noted otherwise on the drawings all wall framing and roof trusses shall be designed and installed by the manufacturer in accordance

with the specification and relevant Australian Standards. Refer to General Notes for Design Loads.3. All framing shall be designed to carry the dead load of all framing members, cladding, linings, folding doors, services etc. as shown on the Architects and other Consultants drawings.4. All framing dimensions shall be obtained from the Architectural drawings.5. All wall framing shall be designed as loadbearing to resist all lateral loads. Sufficient bracing shall be provided to resist the full wind load effects from both the walls and roof of the building in all directions.6. In addition to other design loads all wall framing shall be designed to support the following loads:

- Up to two rows of 300mm wide shelves. Each row of shelves shall be capable of supporting a vertical load of 50 kg per metre length of the shelf. - Comply with the requirements of BCA specification C1.87. In addition to the deflection limits specified in the relevant Australian Standards, wall framing shall be designed to achieve the following additional deflection limits:

ELEMENT MAXIMUM DEFLECTION Supporting frame masonry walls Span / 1000

8. The contractor must submit a design certificate to certify the wallframing design is in accordance with AS 4600 for the relevant loads

signed by a NPER registered engineer.

STEEL WALL FRAMING / TRUSS NOTES

STRUCTURAL STEELWORK NOTES

1. Provide temporary bracing to maintain stability of steelwork during construction.

2. Unless noted otherwise.(a) Use 10mm thick gusset, fin & end plates welded all round.(b) All welds 6mm continuous fillet made with E48XX electrode or W50X(c) All bolts 20mm dia.(d) All bolts grade 8.8/S. (including purlin / girt bolts)(e) All holding down bolts are grade 4.6 U.N.O(f) All bolts, including holding down bolts are to be hot dip galvanized.(g) All fillet welds to be category GP.(h) Butt weld all flanges at end plates and at all mitre cuts.

Gussets to end plates to be butt welded.All butt welds shall be full penetration, grade SP.

(i) All connections to have a minimum of 2 bolts.(j) Provide all cleats and holes necessary for fixing Timber and other

elements to the steel whether or not detailed on the Structuraldrawings.

(k) Studs fabricated to AS1554.2All shear studs (composite slab to steel) grade 410 MPa.All threaded studs (steel to steel) grade 380 MPa.

(l) Turnbuckles to be quality grade `S' to AS2319(m) Stainless steel to be grade 316

3. Bolting categories are identified on the drawings in the following manner.

4.6/S Commercial bolts of grade 4.6 snug tightened. 8.8/S High strength bolts of grade 8.8 snug tightened. 8.8/TB High strength bolts of grade 8.8 fully tensioned to AS4100 as a bearing type joint. 8.8/TF High strength bolts of grade 8.8 fully tensioned to

AS4100 as a friction type joint with faying surfaces left uncoated.Note: Grade 8.8 bolts are NOT to be welded.

4. Chip all welds free of slag.5. Contractor is to confirm with Architect as to where exposed welds

are to be ground flush / smooth.6. Do not grout under base plates until first level steelwork is plumb and

fixed by welding or bolting.7. Submit all shop drawings to the Superintendent before commencing

fabrication.8. Unless noted otherwise, the fixing of purlins, girts, bridging, sheeting

and any other component shall be in accordance with the Manufacturer's specification and recommendations.

9. Sheeting / cladding is to be screw fixed to the purlins / girts toprovide lateral restraint to the purlins/girts in accordance with the Manufacturer's requirements.

10.Provide double purlins at expansion joints in roof sheeting.11.Purlin / girt sizes shown are based on the current BLUESCOPE LYSAGHT

design data, including restraint from roof sheeting and bridging. Themanufacturer should confirm any alternative systems used are equivalent or redesign the purlins / girts to provide an equivalent system.

12.Purlin / girt cleats are to be in accordance with the Manufacturers details.Where the distance between the bottom flange of the purlin and the rafter isgreater than 100mm use 75 x 75 x 8EA cleats.

13.Provide 75 x 75 x 4 duragal galvanized angle trimmers to supportroof sheeting edges at all hips,valleys and angled sheet edges. Fixto each purlin with one No. 14 Tek screw.

14.Bridging shall be designed and erected in accordance with the Manufacturer's requirements. Rod bridging is not acceptable unless approved in writing.

15.For bridging members to purlins at curved roof areas provide bridging suitable for curved roofs to Manufacturer's details.

STEELWORK FINISHES

This drawing is copyright and is the property of TAYLOR THOMSONWHITTING (NSW) Pty Ltd and must not be used without authorisation.

THIS DRAWING TO BE READ IN CONJUNCTION WITHALL RELEVANT NOTES ON DRAWING NO. S001

A0 0 1 2 3 54 6 7 8 9 10

Rev Description Eng DateDraft Rev Description Eng DateDraft Rev Description Eng DateDraft

Architect Authorised

Drawing No

Scale : A0

Job No Revision

Project Drawn

Taylor Thomson Whitting (NSW) Pty Ltd A.C.N. 113 578 377

Consulting Engineers

aylorThomsonWhittingT

48 Chandos Street St.Leonards NSW 2065T: +61 2 9439 7288 F: +61 2 9439 3146 [email protected]

Sheet Subject

BYRON SHIRE CENTRALHOSPITAL

141233

Level 2, 60 Carrington StreetSydneyNSW 2000

WOODS BAGOT

54 EWINGSDALE ROAD, EWINGSDALE

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A 31.07.14SCHEMATIC DESIGN N.AA.J.

PRELIMINARY

N.A R.M

SK000 A

NOTES SHEET

BYRON SHIRE CENTRAL HOSPITAL54 EWINGSDALE ROAD, EWINGSDALE

SHEET LIST

Drawing No. Drawing NameSK000 NOTES SHEET

SK201 LOWER GROUND FLOOR PLAN

SK301 GROUND FLOOR PLAN NORTH

SK302 GROUND FLOOR PLAN CENTRAL

SK303 GROUND FLOOR PLAN SOUTH

SK401 ROOF PLAN NORTH EAST TRUSS OPTION

SK402 ROOF PLAN NORTH WEST TRUSS OPTION

SK403 ROOF PLAN CENTRAL TRUSS OPTION

SK404 ROOF PLAN SOUTH TRUSS OPTION

SK501 STEELWORK ELEVATIONS SHEET 1

1E

1

2

3

4

1Y

1W

5

7

6

1X

8

2D

1F 1G 1H 1J 1K 1L 1M 1N 1P

1Z

1R

BW

1

BW1

BW1

BW

1

BW1

EXTENT OF 100 THICK WAFFLE SLAB ON GROUND

EXTENT OF 100 THICK WAFFLE SLAB ON GROUND

TH1TH1

TH1

TH1

TH1

TH1TH1

TH1TH1TH1

TH3

TH3

TH3

TH4

TH4

TH4 TH3

TH3

TH3

1SK201

D.E

.J.

D.E

.J.

D.E

.J.

D.E.J.

D.E

.J.

2SK201

W1

UN

DE

R

W1 UNDER

W1

UN

DE

R

W1 UNDER

HATCH DENOTES 200REINFORCED DINCELWALL OR EQUIVALENT.

LIFT WALLS OVERTO BE 190 REINFORCEDBLOCK WALLS.ALTERNATIVELY, 200REINFORCED DINCEL WALLSOR EQUIVALENT MAY BE USED.

3SK201

FALL

D.E

.J.

200 THICK R.C. SLABON COMPACTEDBASECOURSE.

1U

1V 2E

TH1

TH2TH2

TH2TH2

TH2TH2

TH1TH1TH1

TH2TH2

TH2

TH2TH2

TH2

TH1TH1

TH1TH1

TH1TH1

TH1

TH2TH2

TH2TH2

TH2

1200 W x 400 DSTRIP FOOTINGTO RETAINING WALL.TYPICAL.

TH3

TH3

TH3

TH3

2400

2400

TH1

LOWER GROUND

34

1090 MAX 110

300

TYPICAL WAFFLE SLAB / INTEGRAL FOOTING DETAIL

SL92 MESH

400

LOWER GROUND

TYPICAL DOWELLED EXPANSION JOINT - D.E.J.

PAINT ONE END WITH BITUMENAND PROVIDE EXPANSION CAP

SUPPORT CAGE - WELD TO DOWELSTO KEEP PARALLEL AND LEVEL

R20 DOWEL BARS x 400 LONG -450 CTS CENTRAL

400

300

LOWER GROUND

GROUND

1E

TE

NS

ION

LA

PT

EN

SIO

N L

AP

1200 TYP.

400

TY

P

COMPACTED GRANULARBACKFILL TO 98% S.D.D.

DOWEL JOINT

COLUMNS:• 400 x 400 U.N.O.• f'c 40 MPa U.N.O.

SLABS:• f'c 32 MPa U.N.O.



A0 0 1 2 3 54 6 7 8 9 10



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Project Drawn





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PRELIMINARY

N.A R.M

SK201 A

LOWER GROUND FLOORPLAN

LOWER GROUND FLOOR PLAN - 100 WAFFLE SLAB U.N.O.SCALE 1:100

REINFORCED MASONRY WALL SCHEDULE

MARK THICKNESSHORIZONTAL

REINFORCEMENTVERTICAL

REINFORCEMENT

BW1 190

WALL SCHEDULE

MARK THICKNESSHORIZONTAL

REINFORCEMENTVERTICAL

REINFORCEMENT

W1 250

INTEGRAL FOOTING SCHEDULE

Mark LENGTH WIDTH THICKNESS

TH1 1800 1800 400 MIN

TH2 2600 2600 400

TH3 2400 2400 400 MIN

TH4 3600 3600 400

SECTIONScale 1 : 20 SK201

1


2


3

NOTE:1. SLABS ON GROUND TO BE CAST ON A CONCRETE UNDERLAY (0.2mm THICK HIGH IMPACT RESISTANCE FILM TO AS/NZS 4347) OVER A 100mm

BASECOURSE BLINDED WITH SAND.2. REINFORCE SLABS ON GROUND WITH 1 LAYER OF SL92 FABRIC TOP THROUGHOUT.3. ALL LEVELS AND FALLS TO ARCHITECTS DETAILS.4. REFER TO HYDRAULIC ENGINEERS DETAILS FOR ALL SUB SOIL DRAINAGE, SUMPS, PITS AND GRATED DRAINS U.N.O.5. REFER TO THE GEOTECHNICAL ENGINEER FOR ALL SUBBASE REQUIREMENTS.6. DOWEL JOINT LOCATIONS ARE INDICATIVE ONLY.

FOOTING SIZE BASED ON ALLOWABLE BEARING PRESSURE OF 150 kPa.FOOTING SIZE WILL DECREASE IF 200 kPa is OBTAINED

ALLOW FOR MINIMUM 120 THICK SLAB IN PLANT AREAS. TYPICAL.

1A 1B 1C 1D 1E

1

2

3

4

1Y

1W

5

7

6

1X

2A

2B

2C

2F

89

2D

1T

1S

1F 1G 1H 1J 1K 1L 1M 1N 1P

1Z

1R

BW1

BW

1

BW

1

BW1

BW1

?

?

220

220

220

220

220

400

400

400

2400

2400

600

EX

TE

NT

OF

100

TH

ICK

WA

FF

LE S

LAB

ON

GR

OU

ND

EX

TENT O

F 100 THIC

K WAFFLE

SLA

B ON

GR

OU

ND

2400

2400

2400

220

400

600600

2400

2400

2400

600

2400

400

220

220

220

400

400

400

400

400

400

FOR CONTINUATION REFER TO DRAWING SK302

3SK201

1U

1V

D.E

.J.

EX

TEN

T O

F 10

0 TH

ICK

WA

FFLE

SLA

B O

N G

RO

UN

D

220

220

1200

1200

1200

DOWELLED BUILDINGJOINT

2E

BW1

BW

1

BW

1

BW1

ALLOW FOR A PAD FOOTING UNDERANY STEEL COLUMN THAT DOES NOTLAND ON SLAB. PAD FOOTINGS NOT CASTINTEGRALLY WITH SLAB TOBE 1600 x 1600 x 400 DEEP U.N.O.

SETDOWNS T.B.C.TYPICAL.


CORBEL JOINT

220



GROUND

CONCRETE INFILL BETWEENEQUALLY SPACED RIBS AT STEELCOLUMN LOCATIONS. TYPICAL.

1090 110110

1090

TYPICAL INTEGRAL PAD AT STEEL COLUMN LOCATIONS



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PRELIMINARY

N.A R.M

SK301 A

GROUND FLOOR PLANNORTH

GROUND FLOOR PLAN NORTHSCALE 1:100


BASECOURSE BLINDED WITH SAND.2. REINFORCE SLABS ON GROUND WITH 1 LAYER OF SL82 FABRIC TOP THROUGHOUT.3. ALL LEVELS AND FALLS TO ARCHITECTS DETAILS.4. REFER TO HYDRAULIC ENGINEERS DETAILS FOR ALL SUB SOIL DRAINAGE, SUMPS, PITS AND GRATED DRAINS U.N.O.5. SETDOWNS TO BE FORMED IN TOP OF SLAB. SETDOWN LOCATIONS T.B.C.6. SUSPENDED SLAB DESIGN HAS BEEN BASED ON POST TENSIONED BANDS AND SLABS.7. DOWEL JOINT LOCATIONS ARE INDICATIVE ONLY.

1Y1W

7

6

1X2A

2B

2C

2F

2G

2H

2J

2K

2L

8

9

10

11

12

3C

2D

3E

3B

3A

3D

1Z

EX

TENT O

F 100 THIC

K W

AFFLE

SLA

B O

N G

RO

UN

D

EXTENT OF 100 THIC

K WAFFLE S

LAB ON G

ROUND

EX

TENT O

F 100 THIC

K WA

FFLE

SLA

B O

N G

RO

UN

D

EXTENT OF 100 THICK WAFFLE

SLAB ON GROUND

400

400



1U 1V

220

220

1200

1200

1200

D.E

.J.

2E

EXTENT OF 100 THIC

K WAFFLE SLAB O

N GROUND

D.E

.J.

D.E

.J.

D.E

.J.

CORBEL JOINT






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PRELIMINARY

N.A R.M

SK302 A

GROUND FLOOR PLANCENTRAL

GROUND FLOOR PLAN CENTRALSCALE 1:100


BASECOURSE BLINDED WITH SAND.2. REINFORCE SLABS ON GROUND WITH 1 LAYER OF SL82 FABRIC TOP THROUGHOUT.3. ALL LEVELS AND FALLS TO ARCHITECTS DETAILS.4. REFER TO HYDRAULIC ENGINEERS DETAILS FOR ALL SUB SOIL DRAINAGE, SUMPS, PITS AND GRATED DRAINS U.N.O.5. SETDOWNS TO BE FORMED IN TOP OF SLAB. SETDOWN LOCATIONS T.B.C.6. SUSPENDED SLAB DESIGN HAS BEEN BASED ON POST TENSIONED BANDS AND SLABS.7. DOWEL JOINT LOCATIONS ARE INDICATIVE ONLY.

2F

2G

2H

2J

2K

2L

10

11

12

13

3C

3F

3K

3L

3M

15

3E

3B

3A

3D

3J

14

3G

3H

EXTENT OF 100 THICK WAFFLE

SLAB ON GROUND

EX

TE

NT

OF

100 T

HIC

K W

AF

FL

E S

LAB

ON

GR

OU

ND

EXTENT O

F 100 THIC

K WAFFLE

SLAB ON

GR

OUN

D

FOR CONTINUATION REFER TO DRAWING SK3021U1V

EX

TE

NT

OF

100 TH

ICK

WA

FF

LE S

LAB

ON

GR

OU

ND

D.E

.J.

D.E

.J.

D.E

.J.






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Job No Revision

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PRELIMINARY

N.A R.M

SK303 A

GROUND FLOOR PLANSOUTH

GROUND FLOOR PLAN SOUTHSCALE 1:100


BASECOURSE BLINDED WITH SAND.2. REINFORCE SLABS ON GROUND WITH 1 LAYER OF SL82 FABRIC TOP THROUGHOUT.3. ALL LEVELS AND FALLS TO ARCHITECTS DETAILS.4. REFER TO HYDRAULIC ENGINEERS DETAILS FOR ALL SUB SOIL DRAINAGE, SUMPS, PITS AND GRATED DRAINS U.N.O.5. SETDOWNS TO BE FORMED IN TOP OF SLAB. SETDOWN LOCATIONS T.B.C.6. DOWEL JOINT LOCATIONS ARE INDICATIVE ONLY.

1

2

3

4

1K 1L 1M 1N 1P 1R

BSK501

FO

R C

ON

TIN

UA

TIO

N R

EF

ER

TO

DR

AW

ING

SK

402

1SC

3SC

3SC

3SC

3SC

1SC

GIRDER TRUSS

GIRDER T

RUSS

1SC

1SC

NOTE:BRACING WALLS NOT TO BELOCATED AGAINST BED HEADTO ALLOW SERVICES IN WALLAND BED SIDE PANEL. TYPICAL.

ASK501

NOTE:ROOF BRACING SHOWNINDICATIVELY ONLY. SIMILARARRANGMENT TO ALLBUILDINGS

LINTEL/CATCHING TRUSS TOROOF DESIGNER'S DETAILS.TYPICAL.

TRUSS NOTES:1. DESIGN, CONSTRUCTION AND CERTIFICATION OF ROOF TRUSSES, EXTERNAL WALLS AND LOAD BEARING STUD WALLS

(INCLUDING WINDOW HEADERS AND SUPPORTS) BY SPECIALIST CONTRACTOR. (ALL WORKS ABOVE CONCRETE SLAB)2. ALL BRACING IN WALLS TO BE DETERMINED BY CONTRACTOR.3. LOCATION OF LOAD BEARING STUD WALLS SHOWN INDICATIVELY ONLY. FINAL LOCATION T.B.C. BY CONTRACTOR.4. TRUSS DESIGN TO BE COORDINATED WITH SERVICES AND ADDITIONAL SUPPORT COLUMNS5. REFER TO STEEL WALL FRAMING NOTES ON SK000

TRUSS OPTION LEGEND:1. DENOTES LOADBEARING STUD WALL / BRACING WALL UNDER.2. DENOTES ASSUMED INDICATIVE STEEL BEAM / CATCHING TRUSS



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PRELIMINARY

N.A R.M

SK401 A

ROOF PLAN NORTH EASTTRUSS OPTION

ROOF PLAN - NORTH EASTSCALE 1:100

STEEL COLUMN SCHEDULE...

Mark TypeSC 1 89x89x6.0 SHS

SC 2 150x100x6.0 RHS

SC 3 200x200x6.0 SHS

1W

5

7

6

1X

420

420

420

420

420

220

220

2400

1200

1200

600

600

1U1V

1A 1B 1C 1D 1E

1

2

3

4

1Y

1W

5

7

6

1X

2A

2B

2C

2F

8910

2D

1T

1S

1F 1G 1H 1J

1Z

BSK501

1U

1V

2E

DOUBLE WALL REQUIREDAT FIRE-WALL LOCATIONS.TYPICAL.


FO

R C

ON

TIN

UA

TIO

N R

EF

ER

TO

DR

AW

ING

SK

401

2SC

3SC

2SC

2SC

2SC

2SC

1SC

1SC

1SC

1SC

1SC

1SC

1SC

1SC

2SC

1SC

GIRDER TRUSS

1SC

2SC

2SC

2SC

2SC

2SC


NOTE:FINAL DESIGN OF CANOPY ANDCONNECTION TO ROOF FRAMINGSYSTEM BY CONTRACTOR

EXTENT OF ROOF RAMING TO BE CONFIR

MED DURING DETAILED D

ESIGN

1SC

2SC

2SC

1SC

1SC

1SC

3SC

1SC

3SC

3SC

2SC

530

UB

NO

M

310

UB

NO

M

530

UB

NO

M

310

UB

NO

M

530

UB

NO

M

310

UB

NO

M

530

UB

NO

M

310

UB

NO

M

460 UB

NO

M

460 UB

NO

M

460 UB

NO

M

460 UB

NO

M

460 UB NOM460 UB NOM 460 UB NOM

250 UB NOM 250 UB NOM

250 UB NOM

250 UB NOM

460 UB NOM

460

UB

NO

M

310 UB NOM

310 UB NOM

460

UB

NO

M

460 UB NOM

460 UB NOM

460 UB NOM

310 UB NOM

310 UB

NO

M

530

UB

NO

M

530

UB

NO

M

530

UB

NO

M

530

UB

NO

M

310

UB

NO

M

310

UB

NO

M

310

UB

NO

M






A0 0 1 2 3 54 6 7 8 9 10



Drawing No

Scale : A0

Job No Revision

Project Drawn





Sheet Subject


141233


WOODS BAGOT


31/0

7/2

014 2

:21:3

3 P

M

Asindicated

31/07/2014 2:21:33 PM

PLO

TT

ED

BY

: N

.A O

N


PRELIMINARY

N.A R.M

SK402 A

ROOF PLAN NORTH WESTTRUSS OPTION

PLANT SLAB PART PLANSCALE 1:100

ROOF PLAN - NORTH WESTSCALE 1:100



SC 2 150x100x6.0 RHS

SC 3 200x200x6.0 SHS

1Y1W

7

6

1X

2A

2B

2C

2F

2G

2H

2J

2K

2L

8

9

10

11

12

3C

3F

2D

1T

3E

3B

3A

3D

1Z


1U 1V

2E




GIRDER TRUSS

1SC

2SC

2

SC

2SC

2SC

2SC

1SC

1SC

1SC

1SC

1SC

1

SC

1SC

1SC

1SC

1SC

1SC

1SC

1SC

1SC

1SC

1SC

1SC

2SC

1SC

2SC

2SC

2SC

2SC

2SC

2SC

2SC

2SC

2SC

2SC

2SC

2SC

2SC

2SC

1SC

1SC

1SC

1SC

2SC

2SC

1SC

1SC

460 UB NOM

460 UB NOM

310 UB NOM

310 UB NOM

460

UB

NO

M

460 UB NOM

460 UB NOM

460 UB NOM

310 UB NOM

310 UB

NO

M

530

UB

NO

M

530

UB

NO

M

530

UB

NO

M

530

UB

NO

M

310

UB

NO

M

310

UB

NO

M

310

UB

NO

M






A0 0 1 2 3 54 6 7 8 9 10



Drawing No

Scale : A0

Job No Revision

Project Drawn





Sheet Subject


141233


WOODS BAGOT


31/0

7/2

014 2

:21:3

4 P

M

Asindicated

31/07/2014 2:21:34 PM

PLO

TT

ED

BY

: N

.A O

N


PRELIMINARY

N.A R.M

SK403 A

ROOF PLAN CENTRALTRUSS OPTION

ROOF PLAN - CENTRALSCALE 1:100



SC 2 150x100x6.0 RHS

SC 3 200x200x6.0 SHS

2F

2G

2H

2J

2K

2L

10

11

12

13

3C

3F

3K

3L

3M

15

3E

3B

3A

3D

3J

14

3G

3H

1U1V

2E


1SC

1SC

1SC

1SC

1SC

1SC

1SC

1SC

1SC

1SC


2SC

2SC

2SC

2SC

2SC

2SC

1SC

1SC

1

SC

1SC

1SC

1SC

1SC

1SC

1SC

1SC

1SC

1

SC

1SC

1SC

310

UB

NO

M

310

UB

NO

M

310

UB

NO

M

310

UB

NO

M

310

UB

NO

M

310 UB NOM

310 UB NOM

310 UB NOM

310 UB NOM

310 UB NOM

310 UB

NO

M






A0 0 1 2 3 54 6 7 8 9 10



Drawing No

Scale : A0

Job No Revision

Project Drawn





Sheet Subject


141233


WOODS BAGOT


31/0

7/2

014 2

:21:3

4 P

M

Asindicated

31/07/2014 2:21:34 PM

PLO

TT

ED

BY

: N

.A O

N


PRELIMINARY

N.A R.M

SK404 A

ROOF PLAN SOUTH TRUSSOPTION

ROOF PLAN - SOUTHSCALE 1:100



SC 2 150x100x6.0 RHS

SC 3 200x200x6.0 SHS

GROUND

ROOF

1234

TRUSS OPTION

TRUSS LAYOUT AND SUPPORT SHOWNINDICATIVELY ONLY. TRUSS DESIGNTO BE COORDINATED WITH SERVICES

LOWER GROUND

GROUND

ROOF

1J 1K 1L

TYPICAL FACADE FRAMING - TRUSS OPTION

HEADER TRUSS BYCONTRACTOR

STIFFENERS TO BE BOXEDSTUDS OR STEEL COLUMNSDESIGNED BY CONTRACTOR

EXTERNAL AND INTERNALWALL DESIGN (INCLUDINGVERTICAL AND LATERAL LOADS)BY CONTRACTOR.



A0 0 1 2 3 54 6 7 8 9 10



Drawing No

Scale : A0

Job No Revision

Project Drawn





Sheet Subject


141233


WOODS BAGOT


31/0

7/2

014 2

:21:3

4 P

M

1 : 100

31/07/2014 2:21:34 PM

PLO

TT

ED

BY

: N

.A O

N


PRELIMINARY

N.A R.M

SK501 A

STEELWORK ELEVATIONSSHEET 1

ELEVATIONScale 1 : 100 SK401

A


B

byron shire central hospital structural design …

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